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Plans (80) • . e --6. yrc, 06,0 SCJ- R- 1 GENERAL STRUCTURAL NOTES DRAWING INDEX GENERAL NOTES: 7. DESIGN CRITERIA: 1. ALL CONSTRUCTION AND DESIGN SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS . A. CODE:2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF OREGON(2014 OSSC). SOO1 GENERAL NOTES AND DRAWING INDEX AMENDED BY THE STATE OF OREGON(2014 OSSC). B. LOADS AND DESIGN CRITERIA:THE FOLLOWING LIVE LOADS AND CRITERIA WERE USED IN ADDITION 2. THE STRUCTURAL DRAWINGS SHALL BE UTILIZED IN CONJUNCTION WITH OTHER DESIGN CONSULTANTS TO THE DEAD LOAD OF THE STRUCTURE. DRAWINGS(ARCHITECTURAL,MECHANICAL,ETC.).IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO S002 GENERAL STRUCTURAL NOTES CONTINUED COORDINATE THE REQUIREMENTS OF THE DRAWINGS INTO THEIR SHOP DRAWINGS AND LIVE LOADS: CONSTRUCTION. ROOF 25 PSF(PLUS ADDED SNOW DRIFT IF SHOWN ON PLANS) S003 SPECIAL INSPECTION PROGRAM -4 3. THE GENERAL STRUCTURAL NOTES ARE INTENDED FOR USE IN CONJUNCTION WITH THE PROJECT SIDEWALKS 250 PSF SPECIFICATIONS.IN THE EVENT OF A CONFLICT BETWEEN THE TWO,THE GENERAL STRUCTURAL NOTES 2. SHALL SUPERSEDE THE PROJECT SPECIFICATIONS.ANY DISCREPANCY SHALL BE BROUGHT TO THE SOIL CRITERIA(PER THE 2014 OSSC) S004 SPECIAL INSPECTION PROGRAM CONTINUED 0 ATTENTION OF THE ARCHITECT AND ENGINEER. ALLOW.SOIL BEARING VALUES 1500 PSF(w/1/3 INCREASE FOR SHORT TERM LATERAL LOADS) S005 SPECIAL INSPECTION PROGRAM CONTINUED 4. CONSTRUCTION SEQUENCE AND METHODS: PASSIVE 200 PCF(DEPENDENT UPON SOIL LAYER) A. THE STRUCTURAL DRAWINGS ARE INTENDED FOR THE STRUCTURE TO ACT AS A WHOLE ONCE FRICTION COEFFICIENT 0.20 CONSTRUCTION IS COMPLETE.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETY S006 SPECIAL INSPECTION PROGRAM GONTIfl,:; AND STABILITY(I.E.TEMPORARY BRACING IF REQUIRED)DURING CONSTRUCTION AS A RESULT OF LATERAL CRITERIA: CONSTRUCTION METHODS AND SEQUENCES. WIND VULT=120 MPH(3 SECOND GUST),EXPOSURE B,I =1.0 S201 FOUNDATION PLAN { # _ SEISMIC Ip=1.0 >, :: ,, B. THE CONTRACTOR SHALL TAKE INTO ACCOUNT COLD WEATHER CONSTRUCTION AND THE EFFECTS RISK CATEGORY II (jC�, OF THERMAL MOVEMENT DURING THE CONSTRUCTION SCHEDULE. Ss=0.96g S1=0 A29 S202 ROOF PLAN t 6 Sds=0.729 Sdi=0.448 "a T 20/41 C. NON-CANTILEVERED OR RESTRAINED RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL THE WALL SEISMIC DESIGN CATEGORY 0 ,, /f • HAS BEEN TIED INTO THE LOWER AND UPPER SLAB SUPPORTS UNLESS ADEQUATE ENGINEERED SITE CLASS D S301 EXTERIOR ELEVATIONS • BRACING HAS BEEN PROVIDED. - CONCRETE AND REINFORCING STEEL: 5. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS.THE ARCHITECT AND/OR ENGINEER 1. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-11 AND THE 2012 INTERNATIONAL BUILDING CODE AS S501 CONCRETE SECTIONS AND DETAILS SHALL BE NOTIFIED OF ANY DISCREPANCY BETWEEN THE EXISTING CONDITIONS AND CONSTRUCTION AMENDED BY THE STATE OF OREGON. DOCUMENTS. 2. THE MINIMUM 28 DAY CONCRETE STRENGTHS SHALL BE AS FOLLOWS: • s_ SUBMITTALS: S601 FRAMING DETAILS Pc=4000 PSI FOR ALL USES UNLESS NOTED OTHERWISE A. SHOP DRAWINGS FOR ALL STRUCTURAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO 3. CONCRETE MIX DESIGNS,ALONG WITH TEST DATA AS REQUIRED,SHALL BE SUBMITTED BY THE CONTRACTOR AN FABRICATION AND CONSTRUCTION.SUCH ITEMS INCLUDE: ADEQUATE AMOUNT OF TIME PRIOR TO CONCRETE POURS.ALL HORIZONTALLY EXPOSED SURFACES SHALL - HAVE MIX DESIGNS SUBMITTED WITH AN AIR ENTRAINMENT ADMIXTURE INCLUDED. CONCRETE MIX DESIGNS,CONCRETE REINFORCEMENT(INCLUDING MILL TEST REPORTS), 4. SPECIFIED CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39. EMBEDDED STEEL ITEMS,STRUCTURAL STEEL(INCLUDING MILL TEST REPORTS). 5. A 20%MAXIMUM OF THE CEMENT CONTENT MAY BY SUBSTITUTED WITH FLYASH CONFORMING TO ASTM C618, TYPE F OR C.HIGHER PERCENTAGES OF FLYASH MAY BE UTILIZED WITH ACCEPTANCE AND APPROVAL BY THE SHOP DRAWINGS OR CONTRACTOR ENGINEERED DETAILS SHALL BEAR THE SEAL AND SIGNATURE STRUCTURAL ENGINEER.ANY CONCRETE MIX UTILIZING FLYASH SHALL BE VERIFIED WITH TEST DATA. OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF OREGON IF IT DIFFERS FROM THE 6. ADDITIONAL WATER SHALL NOT BE ADDED TO THE CONCRETE MIX AT THE JOBSITE.WATER REDUCING ADMIXTURES DESIGN OF THE STRUCTURAL DRAWINGS.ANY REVISION FROM THE STRUCTURAL DRAWINGS SHALL CONFORMING TO ASTM C494 MAY BE UTILIZED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND IS SUBJECT TO THE REVIEW AND ACCEPTANCE BY THE ENGINEER. 7. IF CONCRETE IS TO BE POURED AGAINST AN EXISTING CONCRETE SURFACE.THE EXISTING SURFACE - SHALL BE CLEANED AND ROUGHENED TO A MIN.1/4"AMPLITUDE. • f B. CALCULATIONS,DESIGN DRAWINGS,AND SHOP DRAWINGS FOR THE DESIGN,FABRICATION,AND • 8. SLEEVES,OPENINGS,CONDUITS,AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS CONSTRUCTION OF BIDDER DESIGN ITEMS SHALL BEAR THE SEAL AND SIGNATURE OF A SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING.CONDUITS EMBEDDED IN SLABS SHALL REGISTERED STRUCTURAL ENGINEER IN THE STATE OF OREGON AND SHALL BE SUBMITTED TO THE NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE THIRD THE THICKNESS OF THE SLAB AND SHALL NOT BE ARCHITECT PRIOR TO FABRICATION_BIDDER DESIGN ITEMS FOR THIS PROJECT INCLUDE: SPACED CLOSER THAN THREE DIAMETERS ON CENTER.PROVIDE 3/4"CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. BRIDGE CRANE AND SUPPORTING STRUCTURAL STEEL FRAME. 9. REINFORCING STEEL: CALCULATIONS AND BIDDER DESIGN DRAWINGS SHALL INCLUDE THE DESIGN,CONNECTION TO THE LAP SPLICE SCHEDULE STRUCTURE,AND ACCOUNTING OF ANY LOCALIZED EFFECTS THE CONNECTIONS OR SYSTEMS MAY A. REINFORCING STEEL SHALL SE DETAILED,FABRICATED,AND INSTALLED ACCORDING TO THE --- INDUCE ON THE STRUCTURE.ALL SUCH BIDDER DESIGNED ITEMS SHALL BE BASED ON THE DESIGN "MANUAL OF STANDARD PRACTICE OF REINFORCED CONCRETE CONSTRUCTION"BY THE CONCRETE Pc=4,000 psi REQUIREMENTS AS SPECIFIED IN THE GENERAL STRUCTURAL NOTES. REINFORCING STEEL INSTITUTE(CRSI). BAR TOP BARS OTHER BARS SIZE C. SEISMIC BRACING AND RESTRAINT TO THE STRUCTURE OF ANY MEP EQUIPMENT,DUCTWORK, B. REINFORCING STEEL SHALL CONFORM TO ASTM A615,GRADE 60 OR WELDABLE ASTM Abs0GRADE 60. CASE 1 CASE 2 CASE 1 CASE 2 rn MACHINERY,AND ASSOCIATED PIPING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3 CONNECTIONS NOT IN COMPLIANCE WITH SMACNA(SHEET METAL AND AIR CONDITIONING C. SMOOTH BARS OR WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. #3 24 36 19 28 CONTRACTOR'S NATIONAL ASSOCIATION)OR THE MEP DESIGN DRAWINGS,SHALL BEAR THE SEAL S OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF OREGON AND SHALL BE SUBMITTED #4 32 48 25 37 D. REINFORCING STEEL REQUIRING WELDING OR PLACED WITHIN A SPECIFIED BOUNDARY ELEMENT OR ALONG WITH CALCULATIONS TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. MOMENT FRAME ELEMENT SHALL CONFORM TO WELDABLE ASTM A706, #5 40 60 31 47 rl E. ALL LAP SPLICES OF REINFORCEMENT SHALL CONFORM TO CLASS B LAPS AS SHOWN ON THE LAP #6 48 72 37 56 'O SPLICE SCHEDULE PER THIS SHEET UNLESS NOTED OTHERWISE. #7 70 106 54 81 O F. ANY MECHANICAL BAR SPLICES SHOWN SHALL BE MADE WITH DAYTON BAR-GRIP COUPLERS OR #8 80 121 62 93 Y WITH AN APPROVED PRODUCT SUBMITTED WITH AN ICC REPORT. #9 91 136 70 105 lY w pG. UNLESS NOTED OTHERWISE,REINFORCING STEEL SHALL HAVE THE MINIMUM COVER OR #10 102 153 79 118 w PROTECTION FOR THE FOLLOWING USES AS NOTED BELOW: Lo #11 113 170 87 131 'Tir O If SLABS 1" c.� li•A,"`,,YWALLS a em INTERIOR FACES 3/4" 1mEXPOSED TO EARTH OR WEATHER 1 1/2"(#5 BARS AND SMALLER) —It 2"(#6 BARS AND LARGER) :7,-.1".4- 1:2O'i18wFOOTINGS 3^ b rs,t��GG OM J AIA Z.QY:12' r ' ►L€[ S /1 < oRN:JA °RIG DATE. PRD NAME: DURHAM O&M STRUCTURAL F-- SHEET TITLE SHEET: 17 OF: 4$ OWG?. m osN:CJA DWG* _ BUILDING GENERAL NOTES once: 01/14/2016 <o THIS BAR IS ONE INCH mwa architects _ Pior �oo ClearlWater Services ICAO NW lonnSON STREET CHF: caoFaE#:K-11315 SOOI.DWG WHEN DRAWING IS FULL Our commitment is near. -p ras- ISD31<3.668z REMODEL PLC#: NA N PORTLAND,OR 91209 y- SCALE. 11142015 PERMIT DOCUMENTS 503143.6612 APPD.CJA SCALE:NONE - .,....aeMmr"rn,'Rl.ro�„ REV DATE DRN APPD DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 -.------_-.-.-___- PHASE 1B cws 6687 PROJ#. GENERAL STRUCTURAL NOTES CONTINUED 1 CONCRETE AND REINFORCING STEEL(CONT'D): SAWN LUMBER: SAWN LUMBER CONTINUED: 10. CONCRETE WALLS 1. ALL WOOD FRAMING MEMBERS INCLUDING BUT NOT LIMITED TO WALL STUDS AND JOISTS, ARE 14. ALL NAILS FOR STRUCTURAL WORK SHALL BE COMMON WIRE NAILS UNLESS NOTED OR DETAILED fil A. PROVIDE THE MINIMUM WALL REINFORCING AS SHOWN BELOW UNLESS NOTED OTHERWISE_ INTENDED TO ACT AS A SYSTEM AS DETAILED IN THE STRUCTURAL DRAWINGS AND ONCE OTHERWISE. HOLES SHALL BE PRE-DRILLED WHERE NECESSARY TO PREVENT SPLITTING. NAILING NOT WALL THICKNESS REINFORCING CONSTRUCTION IS COMPLETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETY SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PER THE NAILING SCHEDULE BELOW: 6" #4 BARS AT 12"O.C.EA.WAY AT CL OF WALL AND STABILITY OF WOOD FRAMING SYSTEMS(I.E.TEMPORARY BRACING IF REQUIRED)DURING • 8" #5 BARS AT 12"O.C.EA.WAY AT CL OF WALL CONSTRUCTION AS A RESULT OF CONSTRUCTION METHODS AND SEQUENCES. NAIL TYPE SHANK DIAMETER-INCHES MINIMUM PENETRATION-INCHES 10" #4 BARS AT 16"O.C.EA.WAY,EA.FACE OF WALL • 6d 0.113 1.13 12" #4 BARS AT 12"O.C.EA.WAY,EA.FACE OF WALL 2. ALL SAWN LUMBER SHALL CONFORM TO THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST 8d 0.131 1.31 • COAST LUMBER INSPECTION BUREAU GRADING RULES. LUMBER SHALL BE OF THE SPECIES AND GRADE 10d 0.148 1.48 - B. HOOKED DOWELS FROM FOUNDATIONS SHALL BE PROVIDED TO MATCH VERTICAL WALL REINFORCING. SHOWN BELOW: 12d 0.148 1.48 C. PROVIDE HOOKED DOWELS MATCHING SLAB REINFORCING FROM WALLS TO SLABS OR HOOK SLAB . 16d 0.162 1.63 REINFORCEMENT INTO WALLS. MEMBER GRADE 20d 0.192 1.92 D_ UNLESS NOTED OTHERWISE,PLACE(2)#5 BARS ON ALL SIDES OF SLAB AND WALL OPENINGS EXTENDED 2x AND 4x FRAMING DOUGLAS FIR-LARCH NO.2 2'-6"BEYOND OPENING.PROVIDE(1)OR(2)4'-0"LONG DIAGONAL#5 BARS AT EACH CORNER OF THE 5x AND GREATER DOUGLAS FIR-LARCH NO.1 NAILING SCHEDULE OPENING MATCHING THE LAYERS OF REINFORCING_ T&G DECKING DOUGLAS FIR-COMMERCIAL DEX 11. ADDITIONAL CONCRETE ITEMS A. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS SHALL BE AN APPROVED NELSON PRODUCT OR 3. STORAGE OF ALL LUMBER AND TIMBER ON SITE SHALL BE KEPT OFF GROUND,UNDER COVER AND APPROVED EQUAL. PROTECTED FROM DAMAGE. B. WEDGE ANCHORS OR EXPANSION BOLTS SHALL BE HILTI KB-TZ OR AN APPROVED EQUAL SUBMITTED 4. ALL DIMENSIONAL LUMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE KILN DRIED. WITH ICC REPORTS TO THE ENGINEER FOR REVIEW. . C. EPDXY ANCHORS OR DOWELS SHALL BE INSTALLED WITH HILT!HIT-RE 500-S0 EPDXY IN CONCRETE. 5. ALL TIMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE LESS THAN 19%MOISTURE D. UNLESS NOTED OTHERWISE,PERMANENTLY EXPOSED EMBEDDED PLATE AND ANGLE ASSEMBLIES CONTENT. SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.WELDS OR LOADS SHALL NOT BE PLACED ON THE EMBEDDED ASSEMBLIES FOR A MINIMUM OF(7)DAYS AFTER CASTING IN CONCRETE. 6. ALL LUMBER IN CONTACT WITH THE GROUND,CONCRETE OR CMU SHALL BE PRESSURE TREATED. . CONTRACTOR MAY SUBMIT FOR APPROVAL,A MOISTURE BARRIER 1N-LIEU OF THE PRESSURE TREATED 12.POST-INSTALLED ADHESIVE CONCRETE ANCHORSWOOD. A. WHERE THE AUTHORITY HAVING JURISDICTION OVER THIS PROJECT REQUIRES ADHERENCE TO AO 318-11 SECTION D.9.2.2 MANUFACTURER'S FIELD REPRESENTATIVE SHALL PROVIDE INSTALLATION 7. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF 41 TRAINING FOR ALL PRODUCTS TO BE USED PRIOR TO COMMENCEMENT OF WORK.ONLY TRAINED HOT-DIPPED ZINC-COATED GALVANIZED STEEL,OR STAINLESS STEEL_ NAILING SCHEDULE NOTES: INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL 1_ ALL OTHER NAILING REQUIREMENTS NOT SHOWN ON DRAWINGS OR IN SCHEDULE ABOVE SHALL BE IN BE KEPT ON SITE AND BE MADE AVAILABLE TO THE EOR AS REQUIRED. 8. ALL PLATES AND LEDGERS SHALL BE FASTENED WITH A MINIMUM(3)ANCHORS PER PIECE. ACCORDANCE WITH 2012 IBC TABLE 2304.9.1_ 4 B. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE ALL METAL HARDWARE AND FRAMING ACCESSORIES SHALL BE MANUFACTURED BY SIMPSON 2- POWER DRIVEN OR PNUEMATIC NAILS OTHER THAN COMMON NAILS MAY BE USED IF DATA IS SUBMITTED TIME OF ANCHOR INSTALLATION IN ACCORDANCE WITH ACI 318-11 0.2.2. TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO USE. STRONG-TIE COMPANY. ALL ITEMS SHALL BE INSTALLED PER THE MANUFACTURERS INSTALLATION C. WHERE THE AUTHORITY HAVING JURISDICTION OVER THIS PROJECT REQUIRES ADHERENCE TO ACI REQUIREMENTS. ALL NAIL HOLES SHALL BE FILLED WITH THE RECOMMENDED FASTENER UNLESS NOTED 3. MINIMUM NAIL LENGTHS SHALL BE SUFFICIENT TO ACHIEVE MINIMUM PENETRATION INTO MAIN MEMBER 318-11,SECTION 0.9.2.2 INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY OTHERWISE ON THE DRAWINGS. AS NOTED IN SCHEDULE ABOVE. OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALL(AAI)AS 10. ALL WALLS SHALL HAVE DOUBLE TOP PLATES AND SHALL BE SPLICED PER THE TYPICAL TOP PLATE CERTIFIED THROUGH ACI AND fN ACCORDANCE WITH ACI 318-2011(SECTION D.9.2.2). PROOF OF GLUED LAMINATED MEMBERS: CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO SPLICE DETAIL,UNLESS NOTED OTHERWISE.TOP PLATES AT WALL INTERSECTIONS SHALL BE LAPPED • COMENCEMENT OF INSTALLATION, AND NAILED WITH(3)16d NAILS. - 1. GLUED LAMINATED MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF ONE OF THE FOLLOWING STANDARDS AND PUBLICATIONS: STRUCTURAL STEEL: 11. HOLES FOR BOLTS SHALL BE DRILLED WITH A BIT OF THE SAME NOMINAL DIAMETER AS THE BOLT+1/16". A. AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER. LEAD HOLES FOR LAG SCREWS SHALL BE BORED PER NDS 11.1.3 B. ANSI/AITC STANDARD A190.1 AND ASTM D 3737 1. STEEL DESIGN,FABRICATION,AND ERECTION SHALL CONFORM WITH"AISC SPECIFICATION FOR THE C. ANY CODE-APPROVED STANDARD OR PUBLICATION. APPROVAL MUST BE OBTAINED FROM ABHT DESIGN,FABRICATION.AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS"AND THE"CODE OF 12. ALL BOLTS,CARRIAGE BOLTS,LAG SCREWS,EXPANSION BOLTS AND EPDXY BOLTS SHALL BE INSTALLED STRUCTURAL ENGINEERS. STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". WITH STANDARD CUT WASHERS UNDER THE BOLT HEADS AND NUTS THAT BEAR DIRECTLY ON THE 2. THE GRADE AND SPECIFICATION OF THE STEEL MEMBERS SHALL BE AS FOLLOWS: WOOD. ALL NUTS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION AND RE-TIGHTENED IF 2. THE MINIMUM GLUE LAMINATED MEMBER GRADES SHALL BE AS FOLLOWS: NECESSARY,DUE TO WOOD SHRINKAGE.PRIOR TO CLOSE-IN OR AT THE COMPLETION OF THE PROJECT. • WIDE FLANGE SHAPES ASTM A572 GRADE 50 OR BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD 818.2.1-1996. MEMBER GRADE ASTM A992 GRADE 50SIMPLE SPAN 24F-V4 CHANNELS,PLATES,AND ANGLES(U.N.OJ ASTM A36 13. CUTTING AND NOTCHING OF JOISTS,RAFTERS AND STUDS SHALL BE IN CONFORMANCE WITH BOTH THE CONTINUOUS/CANTILEVER 24F-V8 HOLLOW STRUCTURAL SECTIONS(TUBES) ASTM A500 GRADE B(Fy=46 KSI) 2010 OSSC SECTIONS 2308.8.2,2308.9.10,2308.9.11,AND 2308.10.4.2 AND IN CONFORMANCE WITH THE HOLLOW STRUCTURAL SECTIONS(PIPES) ASTM A53 GRADE B(Fy=35KSI) FOLLOWING CRITERIA 3. APPEARANCE SHALL BE FRAMING INDUSTRIAL FOR HIDDEN MEMBERS AND ARCHITECTURAL FOR A.JOISTS NOTCHES AT THE ENDS OF JOISTS SHAL NOT EXCEED 1/4 THE JOIST DEPTH. HOLES EXPOSED MEMBERS UNLESS NOTED OTHERWISE ON THE DRAWINGS. 9 3. BOLTS SHALL CONFORM TO ASTM SPECIFICATIONS FOR HIGH STRENGTH P325 AND A490 BOLTS.ALL BORED IN JOISTS SHALL NOT BE WIHTIN 2 INCHES OF THE TOP OR BOTTOM OF THE T,; FAYING SURFACES SHALL BE PREPARED AS REQUIRED FOR CLASS A OR BETTER SLIP-CRITICAL JOINTS_ JOIST,AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED 1/3 THE DEPTH 4. ALL STRUCTURAL GLUED LAMINATED TIMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE o ALL BOLTS UTILIZED IN SEISMIC RESISTING ELEMENTS SHALL BE FULLY TENSIONED. OF THE JOIST. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT LESS THAN 16%MOISTURE CONTENT. co T' 4. WELDING SHALL CONFORM TO THE AWS CODES FOR BUILDING CONSTRUCTION.WELDING SHALL BE EXCEED 1/6 THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE SPECIFICATION(WPS)AS REQUIRED IN AWS SPAN. S. NOEN NOTCHING OR BORING OF HOLES IN BEAMS IS ALLOWED WITHOUT APPROVAL BY ABHT STRUCTURAL ENGINEERS_ 01.1 AND APPROVED BY THE ENGINEER OF RECORD.THE WPS VARIABLES SHALL BE WITHIN THE B.WALL STUDS STUDS ARE PERMITTED TO BE CUT OR NOTCHED TO A MAXIMUM DEPTH NOT Lio PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER. EXCEEDING 25%OF ITS WIDTH. A HOLE NOT GREATER THAN 40%OF THE STUD WITH 6. GLUE SHALL BE WET-USE EXTERIOR WATERPROOF GLUE. - 5. ALL COMPLETE JOINT PENETRATION WELDS USED IN THE SEISMIC RESISTING SYSTEM SHALL BE MADE IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF WITH A FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20"F,AS THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED 7. WHERE HANGERS ARE REQUIRED BUT NOT SPECIFICALLY SIZED,SIMPSON GLT HANGERS SHALL BE w DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION.ALL COMPLETE JOINT HOLES SHALL NOT BE LOCATED AT THE SAME SECTION AS A CUT OR NOTCH. USED. SUBSTITUTION OF HARDWARE IS NOT ALLOWED WITHOUT APPROVAL OF ABHT STRUCTURAL ENGINEERS. THE SUBSTITUTION SUBMITTAL SHALL INCLUDE DOCUMENTATION SHOWING THE - PENETRATION WELDS FOR NON-SEISMIC RESISTING SYSTEMS SHALL BE MADE WITH A FILLER METAL NOTCHING AT THE ENDS OF RAFTERS OR CEILING JOISTS SHALL NOT EXCEED 1/4 ALLOWABLE LOADS OF THE SPECIFIED HARDWARE ALONG WITH TABULATED ALLOWABLE LOADS FOR THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40"F. • C.RAFTERS - THE DEPTH. NOTCHES IN THE TOP OR BOTTOM OF THE RAFTER OR CEILING JOIST THE SUBSTITUTED ITEMS. ALL ITEMS SHALL BE INSTALLED PER THE MANUFACTURERS INSTALLATION 6. FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC RESISTING SYSTEM, SHALL NOT EXCEED 1/6 THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE 1/3 REQUIREMENTS. E crr„` o � DISCONTINUITIES CREATED BY ERRORS OR BY FABRICATION OR ERECTION OPERATIONS,SUCH AS TACK OF THE SPAN,EXCEPT THAT A NOTCH NOT EXCEEDING 1/3 OF THE DPETH IS { E••n..'• 'C. Y WELDS,ERECTION AIDS,AIR-ARC GOUGING,AND FLAME CUTTING,SHALL BE REPAIRED AS REQUIRED BY PERMITTED IN THE TOP OF THE RAFTER OR CEILING JOIST NOT FURTHER FROM THE i� lx�`r`a t . -1 `° FACE OF THE SUPPORT THAN THE DEPTH OF THE MEMBER. HOLES BORED IN -�`� - '% m0 THE ENGINEER OF RECORD. RAFTERS OR CEILING JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP AND • _.<--•:,:.--,4---.,''-"� Y 7. WELDS SHALL UTILIZE I70XX ELECTRODES AND SHALL BE A MINIMUM OF 3/16"IN SIZE UNLESS NOTED BOTTOM AND THEIR DIAMETER SHALL NOT EXCEED 1/3 THE DEPTH OF THE MEMBER. <":t.,.."1-:1,.:221)::,,..0 aR�:ccN, �,J !] U 16.} CSO o OTHERWISE. C"�J' '' O j < row JA ORI; PRO!NAME: SWEET TFECE: STRUCTURAL SHEET: 18 OF: 48 DWG x DAVE: DURHAM O&M PLOT ar asn:CJA /•� B H T01/14/2016 mutaarchitects " BUILDING GENERAL NOTES DATE' co owr,n. THIS BAR IS ONE INCH CleanWateT Services E 1640 Nw JOHNSON STREET CONTINUED S002 c WHEN DRAWING IS FULL 1 - 90611ANO'06926' PLC NA N GMK CADERERK-11315S002_DWG Our commitmentiaclear. THSOs.zns.66ex REMODEL SCALE. 11192016 PERMIT DOCUMENTS .IIT".F n Fax ,�,.�-m�R�.�.�. Cws 6687 APPO-.CJA SCALE:NONE DESCRIPTION 2550 SW Hillsboro Hwy. Halsboro.Oregon 971239379 f ---- PHASE 1 B PRO,Z REV 0 GATE OFW CPPD I SPECIAL INSPECTION PROGRAM I 1 TABLE 1 REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS V INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS .REFERENCE REFERENCE Continuous Periodic 1 I SOILS . _ • GEOTECHNICAL INVESTIGATION SHALL INCLUDE ITEMS OF GEOTECHNICAL INVESTIGATIONS 1803 SPECIAL INSPECTION AND TESTING AS NOTED IN TABLE 3 OF THE GUIDELINES VERIFY FOOTING BEARING CAPACITY AND SUBGRADE PREPARATION FOR FILLS X -- iI FILL MATERIAL VERIFICATION TABLE GEOTECHNICAL X BY THE GEOTECHNICAL ENGINEER i — _ 1705.6 REPORT • FILL PLACEMENT&COMPACTION X VERIFY MATERIALS BELOW SHALLOW TABLE FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE 1705-6 X BY THE GEOTECHNICAL ENGINEER DESIGN BEARING CAPACITY VERIFY EXCAVATIONS ARE EXTENDED TO TABLE PROPER DEPTH AND HAVE REACHED PROPER 1705.6 X MATERIAL PERFORM CLASSIFICATION OF COMPACTED FILL TABLE • MATERIALS 1705.6 X 1303.5.1 VERIFY USE OF PROPER MATERIALS,DENSITIES TABLE AND LIFT THICKNESSES DURING PLACEMENT 1705.6 X BY THE GEOTECHNICAL ENGINEER AND COMPACTION OF COMPACTED FILL PRIOR TO PLACEMENT OF COMPACTED FILL, TABLE OBSERVE SUBGRADE AND VERIFY THAT SITE 1705.6 X HAS BEEN PREPARED PROPERLY 4 O 3 of 0 0 Z m u7 m Y cr .. w 0 - -J O w pS L Heft,. ��f i.pNLyf-r . 0 • co co • i . . 1 eV J J. Z L ' ' " 1 Q DRN:JA DATE: PROJ NAME: SHEET TITLE, SHEET: 19 OF: 48 DWG M. A B H T DURHAM O&M STRUCTURAL m DSN:CJA DWGC: €mWa3rcIiilect PLOT 0 1/14120 1 6 THIS BAR IS ONE INCH { �x� BUILDING SPECIAL INSPECTION °ATE: S003 o CHK: CAD FILE A:K-11315 5003-DWG WHEN DRAWING IS FULL v1e o VY3fer SerV1Ce$ - -a - ,saDNwwNNsoNSTneer N PORTLAND,OR 97209 SCALE v,9rzD,6 PERMIT DOCUMENTS commitmentO1is c caT- --__- `x " Tel 503243.0022 REMODEL PROGRAM pLCq: NA AvpD:CJA srAI F:NONE Fax sD3.z°vsuz ""'" '3, ° PHASE 1 B 6687 REV z DATE ORn APP) DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 Cws PROJ p: SPECIAL INSPECTION PROGRAM CONTINUED 4 TABLE 2 REQUIRED STRUCTURAL SPECIAL INSPECTIONS 4 - INSPECTION . SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic FABRICATORS SPECIAL INSPECTIONS APPLY TO VERIFICATION OF DETAILED FABRICATORS 17042 X FABRICATION AND QUALITY CONTROL PROCEDURES INCLUDING REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS CONCRETE INSPECTION OF ANCHORS INSTALLED IN 1909 1 ACI 318: 38.6,8.1.3, X • HARDENED CONCRETE - 21.2.8 1705.3 ACI 318:3.5 TOLERANCES AND REINFORCING PLACEMENT PER ACI 7.5; REINFORCING STEEL PLACEMENT 1910 X 1901.3.2 ACI 318:7.1-73 SPACING LIMITS FOR REINFORCING ACI 7.6 WELDING REINFORCING STEEL 1705.2.2.12 ACI 318:3.52 REFER TO STEEL FOR WELDING REQUIREMENTS 1903.1 AWS D1.4 X TABLE 1704.3,ITEM 5b 1)VERIFICATION OF WELDABILITY OF TABLE AWS D1.4 X REINFORCING STEEL OTHER THAN ASTM A 706 1705.3 ACI 318: SECTION 3.5.2 • • 2)OTHER REINFORCING STEEL. TABLE AWS D1.4 X 1705.3 ACI 318: SECTION 3.5.2 PLACEMENT OF BOLTS INSTALLED IN CONCRETE TABLE 1705.3 ACI 318:1.3.2.0WHERE ALLOWABLE LOADS HAVE BEEN• 318:8.1.3 X ALL BOLTS VISUALLY INSPECTED " INCREASED OR WHERE STRENGTH DESIGN IS 1908.5 ' ACI 318:21.1"8 USED 1909.1 . it TABLE 1705.3 VERIFYING USE OF REQUIRED MIX DESIGN(S) 1904 ACI 318:CHAPTER 4 X 1910.2 ACI 318:5.2-5.4 . 1910.3 1910.3 1901.3.1 CONCRETE PLACEMENT TABLE ACI 318:1.3.2.D X 1705.3 ACI 318:5.9-5.10 TABLE ACI 318:1.3.2.D CONCRETE CURING 1705.3 X ACI 318:5.11-5.13 1910.9 VERIFICATION OF FORMWORK TABLE ACI 318:6.1.1 X SPECIAL INSPECTIONS APPLY TO SHAPE,LOCATION AND . 1705.3 DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED o. - - - - POST INSTALLED CONCRETE ANCHORS - . 3 v SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME, oICC EVALUATION TYPE,AND DIMENSIONS,HOLE DIMENSIONS,COMPLIANCE • INSPECTION OF ANCHORS INSTALLED IN REPORT _ WITH DRILL BIT REQUIREMENTS,CLEANLINESS OF THE HOLE 1909'1, ACI 318: X HARDENED CONCRETE AND ANCHOR,ADHESIVE EXPIRATION DATE, . 3.8.6,8.1.3,21.1.8 ANCHOR/ADHESIVE INSTALLATION,ANCHOR EMBEDMENT,AND Iii TIGHTENING TORQUE W Q 0 n ..,!Ci.. e. 1 ) PRf,rA icv - ls<r� E{ em `"` 0 - AetFr O'c_ 4 Y -,11 3 Al Q Uj Q PRO!NAME: SHEET ME, SHEET: 20 of: 48 DWG t oORM ma' „®®-, � DURHAM O&M STRUCTURAL m los.:CJA DWG A i THIS BAR IS ONE INCH mwa architect< .0r JOHNSON STREET SPECIAL INSPECTION �°�:o1r1a/2o16 CleanWater\ Services BUILDING S004 a.c uwFILE r.K-11315 S004.DWG WHEN DRAWING IS FULL Our commitment i,cies, OR 91209 - 0011,100, REMODEL PROGRAM CONTINUED PLC*:NA Aa[ SCALE. 1/19/2018 PERMIT DOCUMENTS - i /a sm m.sen .w'o-C3A a'.,NONE �.ac_u.�aw.l.co,� PHASE 1 B PcROls.6687 REvtt DATE DRN nvvD DESCRIPTION 2%0 SW Hillsboro Hwy. Hillsboro•Oregon 97123-9374 ter-' $. US SPECIAL INSPECTION PROGRAM CONTINUED • TABLE 2(CONTINUED) REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE REFERENCE Continuous Periodic * STEEL FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS ASTM A6 ASTM STANDARDS SPECIFIED IN MATERIAL VERIFICATION OF STRUCTURAL 1705.2 CONSTRUCTION STEEL 2203.1 DOCUMENTS X CERTIFIED MILL TEST REPORTS AISC 360 A3.1 AISC 360 M5.5 ASTM STANDARDS MATERIAL VERIFICATION OF HIGH STRENGTH SPECIFIED IN 1705.2.1.1 CONSTRUCTION X MANUFACTURER'S CERTIFIED TEST REPORTS • BOLTS,NUTS,AND WASHERS DOCUMENTS ' RCSC 2.1 AISC 360 A3.4 MATERIAL VERIFICATION OF ANCHOR BOLTS ASTM STANDARDS AND THREADED RODS 1705.2 SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS MATERIAL VERIFICATION OF WELD FILLER AISC 360 A3.5 • METALS 1705.2.2.1 APPLICABLE AWS A5 X MANUFACTURER'S CERTIFIED TEST REPORTS DOCUMENTS VERIFYING USE OF PROPER WPS'S X COPY OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS X COPY OF QUALIFICATION CARDS ,. COMPLETE AND PARTIAL JOINT PENETRATION AWS p1.1 170522.1 X GROOVE WELDS SECTION 6 SINGLE PASS FILLET WELDS LESS THAN OR 1705.2.2.1 ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9 AWS 131.1,SECTION 6 X _ EQUAL TO 5/16" TABLE 1705.2 • WELDING STUDS EXCEPT AS NOTED TABLE AWS D1-1 SECTION 7 X ALL WELDS VISUALLY INSPECTED PER AWS D7-7 7.8.1 A OTHERWISE 1705-2 411' SNUG-TIGHT HIGH STRENGTH BOLT — --- - INSTALLATION X ALL CONNECTIONS INSPECTED AND VERIFIED SNUG PRETENSIONED HIGH STRENGTH BOLT RCSC SPECIFICATION INSTALLATION USING TURN-0F-THE-NUT ALL CONNECTIONS INSPECTED.CONNECTIONS USING DIRECT METHOD WITH MATCH MARKING,DIRECT FOR STRUCTURAL X TENSION INDICATORS,ALL BOLTS SHALL BE INSPECTED AFTER TENSION INDICATOR METHOD,OR TWIST-OFF TABLE JOINTS USING ASTM SNUGGING AND AFTER PRETENSIONING TYPE TENSION CONTROL BOLT METHOD - 1705.2 A325 OR A490 BOLTS SECTION 9 PRETENSIONED HIGH STRENGTH BOLT ' INSTALLATION USING TURN-OF-THE-NUT - AISC 360.SECTION M2-5 METHOD WITHOUT MATCH MARKING OR X ALL CONNECTIONS INSPECTED CALIBRATED WRENCH METHOD OR TENSIONING OF SLIP CRITICAL CONNECTIONS - - MATERIAL VERIFICATION OF REINFORCING ACI 318:3.5.2 -- - ui 1705-22-12 o STEEL FOR WELDING AWS D1.4 X CERTIFIED MILL TEST REPORTS o -- — - - --- TABLE WELDING REINFORCING EXCEPT AS NOTED 1705.2 "' OTHERWISE X m N CO 1 • rew W O It C-, ryp y,� RCT[:�+ N OA i'ti��'f Y ``VV xx�Cf�.a ro `` tea . Ci orox • LCYP4R£S:P.2,75//1 f I. Q ORIG OW JA DATE SHEET TITLE: O PROD NAME SHEET: 21 OE, 48 MOM A B H T DURHAM O&M STRUCTURAL DSN:CJA DWG n:O 01!74/2076 SPECIAL INSPECTION PLDT THIS BAR IS ONE INCH mwa archi#ectG •*-•-•....••_•.••• CleanWmm t Services BUILDING °ATE, S005 o CMS: CAD nLEkK-113155005-DWG WHEN DRAWING IS FULL _ ��P°"^PND,OR9J209� PROGRAM CONTINUED PLC* NA Oar commitment i,clear. REMODEL SCALE. ,nsrzo,s PERMIT DOCUMENTS Tel 5032436682 rz APPD:CJA SCALE:NONE Y 9 L . —.__: = PHASE 1 B cws •' REV n DATE ORN nPPD DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97723-9379 - 6687 • - - PROD a SPECIAL INSPECTION PROGRAM CONTINUED '' TABLE 3 SPECIAL INSPECTION FOOTNOTES lit REQUIRED TESTING for SPECIAL INSPECTIONS SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE 2012"INTERNATIONAL BUILDING CODE"AND OREGON AMENDMENTS_ REFER TO THE TABLES 1 THROUGH 4 FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS. TESTING SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY SYSTEM or MATERIALIBC CODE CODE or STANDARD FREQUENCY REMARKS MEETING THE REQUIREMENTS OF ASTM E329(MATERIALS),ASTM D3740(SOILS),ASTM C1077(CONCRETE),ASTM A880(STEEL),AND REFERENCE REFERENCEContinuous Periodic ASTM E543(NON-DESTRUCTIVE). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL WELDING GEOTECHNICAL INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. THE OWNER SHALL SECURE AND PAY FOR SERVICES OF THE INSPECTION AND TESTING AGENCY TO PERFORM ALL SPECIAL INSPECTIONS AND TESTS. GEOTECHNICAL ENGINEER TO PERFORM1803 TESTING PER GEOTECHNICAL REPORT THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION TESTING OF COMPACTED FILL MATERIALS DOCUMENTS_ ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, FILL IN-PLACE DENSITY OR PREPARED VARIES;MINIMUM PERX BY THE GEOTECHNICAL ENGINEER NOTED IN THE INSPECTION REPORTS,AND IF NOT CORRECTED,THEY SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL SUBGRADE DENSITY IBC APPENDIX J107.5 ENGINEER AND THE BUILDING OFFICIAL. VARIES; THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL,STRUCTURAL 1705.6 CLASSIFICATION AND ENGINEER,CONTRACTOR,AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT INDICATING THE WORK MATERIAL VERIFICATION TESTING OF X BY THE GEOTECHNICAL ENGINEER REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND CONTROLLED FILL THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. MATERIALS STRUCTURAL OBSERVATION: CONCRETE THE STRUCTURAL ENGINEER OF RECORD WILL PERFORM STRUCTURAL SITE OBSERVATIONS BASED ON THE REQUIREMENTS OF AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS THE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC)AND AT CRITICAL STAGES OF CONSTRUCTION.REFERENCE TABLE 4 FABRICATE SPECIMENS FOR STRENGTH TESTS. ASTM C 172 PLACED ABOVE.COPIES OF SITE OBSERVATION REPORTS AND FINAL OBSERVATION REPORT WILL BE SUBMITTED TO THE BUILDING OFFICIAL, PERFORM SLUMP AND AIR CONTENT TESTS, TABLE ASTM C 31 X AND DETERMINE THE TEMPERATURE E THE CONCRETE 1705.3 ACI 5.6,5.8 • ARCHITECT,CONTRACTOR AND OWNER. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF RECORD AT LEAST ONCE EACH DAY FOR A GIVEN CLASS OF CONCRETE,OR 72-HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED. _ _ — LESS THAN ONCE FOR EACH 150 YDSA3 OF CONCRETE,OR TABLE 1705.3 LESS THAN ONCE FOR EACH 5,000 FTA2 OF SURFACE AREA CONCRETE STRENGTH 1903 ASTM C39 X FOR SLABS/WALLS.ONCE EACH SHIFT FROM IN-PLACE WORK OR FROM TEST PANEL AND MINIMUM ONE SPECIMEN FOR EACH 50 CUBIC YARDS."PRECONSTRUCTION TESTS AS REQUIRED PER THE BUILDING OFFICIAL" ftli CONCRETE SLUMP ASTM 0143 X I - CONCRETE AIR CONTENT --� ASTM C231 X CONCRETE TEMPERATURE ASTM C1064 X STEEL _ MAGNETIC PARTICLE(MT)AND ULTRASONIC(UT) 1705.2.2.1 MT-AWS D1.1 6.14.4 PER DRAWINGS UT REQUIRED FOR CJP WELDS. TESTING OF WELDS UT-AWS D1.1 6.13&6.14.3 RCSC SPECIFICATION FOR EACH COMBINATION OF - PRE-INSTALLATION VERIFICATION OF STRUCTURAL JOINTS USING DIAMETER,LENGTH,GRADE, PRETENSIONED HIGH STRENGTH BOLTS 17052.1.1 ASTM A325 OR A490 BOLTS AND LOT TO BE USED IN THE - SECTION 7 WORK TABLE 4 STRUCTURAL OBSERVATIONS INSPECTION SYSTEM or MATERIAL IBC CODE CODE or STANDARD FREQUENCY REMARKS REFERENCE - REFERENCE Continuous Periodic . CONCRETE REINFORCEMENT S PRIOR TO FOUNDATION CONCRETE PLACEMENT 1704.5 X PRIOR TO POURING CONCRETE m a STEEL co Zi-, DURING MISCELLANEOUS STEEL ERECTION 1704.5 X <71 cc to ii-i i . 460T---;-- ___--Th.A N I-ORFCON1 T:7 m0 {:,Gi4t11 t6;\oiFO/ 1 VQ 5".FIRF:S:!2/3//:7 I ow ORIG _ —_- PP.OJ LANAE: SHEET TITLE- SHEET: 22 OF: QBE'It r- ORM JA DATE �� i DURHAM O&M STRUCTURAL ' n B H T P<0T o1�larzol6 OSN CJA DWGC i mwaarchitect _ . BUILDING SPECIAL INSPECTION °"'E' S006 CO - THIS BAR IS ONE INCH C1eanWater Services '�°.w,oHr.�r15T.rEr PROGRAM CONTINUED PLC ft NA oWHEN DRAWING IS FULL I 40Ni44000 049,209 REMODEL w CHIC CAD ERE 0<-11315 8006.DWG Our commitment is ele"r. I TA 50324J' — SCALE. vlSrmta PERILS DOCUMENTS �„a. M fax soi.zA3 ssu ▪rAPPO:CJA SCALE NONE I - - .._,a.-ssrucmr,l.r� PHASE 1 B °^'S 6687 REV.It DATE ORN APPO DESCRIPTION 2550 SW H4IsDoro Hwy. Halsboro,Oregon 9 71 23-917 9 PRo.I x .. 0 © 06 ,Thm., „....,..} @ , „,,, ,-:_,) \,.__ @ 6.9 !, , „ , , ,. . :: : ..• , . : • . „. , :. ;, FOUNDATION NOTES: i i/ / / //i /`' / • / /j /' / % 1 / -///////,,,,/,.: - INDICATES AREA:OF [REANDPLACE --- .-/5/&,., f /� //�/)r-'01/ :i f /, i! / / , (E)5” / /, f / NO STRUCTURAL CONC.SLAB ON GRADE w/NEW 1- CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, ( - -= ,L /,-,:.,,. ✓ DIMENSION,AND ELEVATIONS PRIOR TO FABRICATION / , / -/ //- /.... J ./74,4!,...:4,-... / . WORK 6"CONC.SLAB ON GRADE 1a/#4 _ / AND ERECTION AND SHALL NOTIFY THE ARCHITECT ////,.1.' f `} /` / / ,,,/ i // / 12"o.c.EA WAY AT SLAB'. i //. // / / f ' / / @ AND ENGINEER OF ANY DISCREPANCIES FROM THE // T r/ J.. --. = s� i ,—_ `_ - - / Lw f L. _ z -a-.:':_— �._:..— --1-; E- _._-lam-_ --1—_ _:_•-s _FL-4-t H P- 1 —' DRAWINGS. EIGHT TY ysS -. I- — L T � } f } 2. COORDINATE ALL DIMENSIONS,WALL LOCATIONS, SLOPES AND S AND / +' F+9DRAINS, ELEVATIONS WITH ARCHITECTURAL TECTURAL DRAWINGS. 1 /j '* 1,: 1--*„.::'-:.*:: :, BRIDECRANE I • _ COLSBYBRIDGE I' t.' `: BRIDGE.CRANE , 3. REFERENCE ARCHITECTNRAL,MRCHEEICAL,PLUMBING REF.ARCH. --FTGx3'-0".10 PLACES THICK • '••EMBEDDED PLICRANE MFR.TYP. AND ELECTRICAL DRAWINGS FOR SLEEVES, / / �' FOR LOCATIONLONG)TUDINAL _ / • - FTG.TYP.10 `BRACING: •BY BRIDGE $A • - ( ) AT NEW BRIDGE NEW- S"D ONC,$LAB 10 LOCATIONS � ��� _ - SLOCKOUTS,AND OTHER ITEMS TO BE COORDINATED CRANE MFR. WITH THE STRUCTURAL DRAWINGS_ f CRANE COLUMNS. 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I --- / - — - �'--- - --� -- . - �.. - -- � - - ------ -- ---- - PROVIDE 1/2 PREMOLDED ' JOINT FILLER w/SEALANT I REMOVE AND REPLACE E 6" 4'� / - ' ( ) ,.�, , : '`�' BETWEEN NEW SLAB ON I CONC-SLAB ON GRADE w/NEW—�; / /,- i I GRADE AND (E)CONCRETE 6"CONC.SLABON GRADE w/#4 • CURB. TYPICAL AT EXTERIOR @ 12"o.c.EA.WAY AT SLAB WALL CONDITIONS. MID-HEIGHT TYP. SLOPE SLAB /,�/ • - , ® i , TO DRAIN REF.ARCH. /i • 3 •11••j-1 ////'/- :.:, / / % % !� _ / �� /// `/.�// INDICATES AREA OF NO / / "j/ /.' 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CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS, worm i A s L / / GL 3 18x1 T AS I/�../_,,, . 7 , r 77,• '7`"."// J`y .'j 7 DIMENSION,AND ELEVATIONS PRIOR TO FABRICATION AND /j J '/ // l ,�/ / / / % / / ERECTION AND SHALL NOTIFY THE ARCHITECT AND © ' ice— _T ,,.....1. i• _ _ (Ej 0178x16 ENGINEER OF ANY DISCREPANCIES FROM THE DRAWINGS. —- - ". _ --- _ _ _n I ' G l; J f / Ii ii r • € 2. COORDINATE ALL DIMENSIONS,WALL LOCATIONS,DRAINS, / • . ii SLAB SLOPES AND OPENINGS,STEPS AND CURB ELEVATIONS /1,/ /i _ _------ — � WITH ARCHITECTURAL DRAWINGS. • / %; • € 3. REFERENCE ARCHITECTURAL,MECHANICAL,PLUMBING AND f • • ELECTRICAL DRAWINGS FOR SLEEVES,BLOCKOUTS,AND/ ///,v- - 3' I I l _� • �'i OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL /_.• /- co ao Q‘ m: r! N- c`� cam' N, u: DRAWINGS. x SPAN N' x LUS410 xi ,u (—DIRECTION OF a 4x10 d v o• f m m m m' 4. (E) INDICATES EXISTING .ice 1—DIRECTION �,r--- Ty EA. m; Ni NjN N: N' - i:� E 2x6 raG x, x x x: / / ( ) I END m v, v v. v r .. _____ ------ _.--E2- L ._._..— - �:--- moo- - -- Zfl- ----- m co:. --'_co- �� 316"PLYWOOD —1 —I' / w OVERLAY w RTU-1 MAX.WT. 0-i O. c7, 1, /� INCLUDING CURB w w w: w: Y. ;1 / , =1000 LBS. L - E)GL 3 1!8x18 .......D._____ _............._______1___,.......................__ _....T........,!, .....:..:. : li ti ! AT FACIA-8x18 , • ' 8 , -- - TK:--7-77,7 • ,• •f: ! / ' -1: , . ®1:':::j:i/ : • . . • /i // I //i/. / /// .] /,-' ///- / - - , : INDICATES AREA OF NO �/, /t/ /// / '/ STRUCTURAL WORK z// / " / /J „' / - r -Lin III— 1„-, , . ,/- /// // / / 4-> /4 r 1 6 � �Ir� pril..._ .W o o ROOF PLAN !� I KEY PLAN to n O 118"=1'-0” � ' I • I •,xata '� B PAFf1? N \ / WS'�si- hi",.(�l 4u O Q ciA`-C??,/ f 15 19. ' /' Q 1J Ate•'.- if.„xrlTzrs i';'.-0/).?f Q ORIG PRoJwcME: SHEET TITLE sNEFT: 24.oP: 48 Dwcm M"JA DATE: -- STRUCTURAL ..� DURHAM O&M 0 OSP,CJA Dv.Ga- — I architect$ ^ B H T p°E 01/14!2016 BUILDING ROOF PLAN co THIS BAR IS ONE INCH CleanWater Services ��w »n�T � S202 Es. Cres: CAorLERK-11315 S202.DWG WHEN DRAWING IS FULL oar omm;em�nt i,fl�.r. roa o.on vrzo9 1 SCALE. rnaI201e PERROTUOCUMEMS w Tel 503.7 .6.2 REMODEL °"` NA ion 503,2a3.Efi22 ArPv CJA SCALE 118"=1'-0" - DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 — .. - - .+..anM-r..�......�.ca" PHASE 1 B cws REV R DATE DRN APPD PR0.r F 6687 • _.. r 0 0 9 • 1 : • • • • , ., ______,•A 3 5 Typ. • • • i • • 1 , i! • • TYP. . ! • .• --, : ! - ....______ --- ... __ 60 z "•,,-- /__/......,„ \fi 2x6 @ 16 o.c. 2x6 @ 16"p.c. HSS4k4x1/4 ---li . .. .. ! • ' / TYP— ! HSS4x4x1/4 _ • HSS4x4x3/8 -• .! . . HSS4x4x3/8 F--- .-------- . 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LL1 0 d CEXTERIOR ELEVATION - EAST • D 1/4-=1'-o- .... * fl1t C‘I N'''b•LN.E''''W ctt....;. 4../.. ., . •Ze-i co --, ,,,,--- Leit' ES;f2/3/1/S ,l11, / - s / < ORIG : PROJ NAME: SHEET TIRE SHEET, 25 OF: 48 DWG#, cNI URN,JA DATE: .-0 = 6 JABHT DURHAM O&M STRUCTURAL DS,*CJA OVVG#: 1 i.F; -Ku=.....---- par, 01/14/2016 <SD THIS BAR IS ONE INCH CleanWatmwa architec erServices : ::::::1 161,0,,,,N,ww 10.1-1N,SON,7,sTmIlEET BUILDING EXTERIOR ELEVATIONS _ S301 C7' CHI( C.A0 FILE it:K-11315 3301.DWG WHEN DRAWING IS FULL .. -remn.,43.,,68, REMODEL PLC*:NA CV SCALE. Our commitment is clear. .. . euwne, ] F.503.241.22 0 1/19/2016 PERMIT DOCUMENTS 0 . 5,35,5.•.,1 i-‘111 APPEL CJA SCALE:1/4"=V-0" 1:1::71J REV 4 DATE DRN APPD DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 1...•— ,HH-L'HYAZIARL7 PHASE 1B 6687 ;...-... T/10 r"3/4"MIN.) KEYED JOINT(@ SLAB g SLAB ON GRADE / \ MID-DEPTH)PAINT w! _� r t CONTROL JOINT \ CURING COMPOUND AS �ac� j- BOND BREAK BEFORE - - N / \ ADJACENT SLAB IS Z. WIDTH PER TRENCH / \ #4 x 2'-4"DOWELS @ ,, O 1'-0"o.c. DRILL&EPDXY PLACED � DRAT MANUFACTURER ,g-,k.., � *�g / � SAWCUT EDGE 3112"INTO(E)CONC. " m / r G \ SLAB AT MID-DEPTH IE3181 I I II-1� ai/ /i / • /': i: \ E CONC_SLAB OOTRUCTJTDP >^R / . \POUR)FILLJOINTw/ /8" " . r='% f- - : �L 46 �SANDY GRAVEL M1111111.1.1.11._ - -- 1 -�-�_ `'•"'a - ,-OR CRUSHED ,,'`"' - CONTROL 1=1-1=1E (2)#4 CONT. \ ,6/ // "'G"" �^-• = \ -,-, /fes / VAPOR BARRIER ROCK r �`« ,' JOINT• 6" ,,. - i'''''',4;,, PACING #4U @ TYP- \ =` a -,,». sem' ,v "e;..+, '' *. SHALL BE 12"o-c- - c 4" 'i `'� - :'" _-,v1 20'-0" \ / 1/2"ISOLATION JOINT w! • 1 1Y.-1-Jlt_lld j f It�"L 11 =i i d - N / PREMOLDED JOINT FILLER UNDISTURBED SAW CUT JOINT FORMED JOIN VAPOR BARRIER • \ / SOIL CONTROL JOINT \ / TYPICAL NEW CONCRETE SLAB O TYPICAL SLAB ON GRADE DETAIL TRENCH DRAIN DETAIL CONNECTION TO EXISTING CONCRETE SLAB N.T.S. 2 1^=1'-0" PLAN VIEW 4 #4 F DOWELS @ 16" NOTE: FOUNDATION SIZE,REINFORCING, AND BASE PL ANCHOR BOLTS ARE o.c.DRILL AND EPDXY SUBJECT TO CHANGE PENDING FINAL BRIDGE CRANE COLUMN LOADS. PL 1x24x2'-0"(A36) SHIM PLATE TO LEVEL 4"INTO(E)CONC L2x2x114 w/1/2-0 x 3" AND EPDXY GROUT FOOTING COLUMN AND BASE PL FINISH GRADE 6"CONC-SLAB ON 1 1/2"NON-SHRINK BY BRIDGE CRANE MFR. HEADED STUDS @ 12" LN" o.c.AT PLATE EDGES PL 1 1/2x8'-0"x15'-0"A36 z J GRADE GROUT / -- SLOPE o FILL w/CONC. MiN.(4)#5 WILLIAMS (GALV) GR.60 THREADED REBAR ANCHORS w/ IIIIIIIMIIIIIIIMINr Ilion������� ii/®.....• /////� fi N 6"CONC-SLAB ON ! ��tz!�tiVil-?, 6"CONC.SLAB STD.90"BENDS AR r1p ON GRADE REF. -'� GRADE REF.PLAN PLAN 1/2"ISOLATION JOINT w/ - (E)CONC. PREMOLDED JOINT FILLER �� - I STEMWALL AND �I � "•�••_�•-"_� - r�/� //�/� / _ FOOTING �; i ROUGHENED SURFACE 1? Ai _ • VERIFY , a =I=I •%!�O 4��-� !- 6" (3)#4 CONT e 1 It is - -� B#so-r TRAN0.SVERSEND 12"U @ TYP- TYP. NOTE: - - (4)#5 TOP AND BOT REF.2/S501 FOR ADDITIONAL QUI ElIc81EI-1=181E I LONGIT. INFORMATION NOT SHOWN rI- 3'-0" NEW SLAB ON GRADE AT O STEEL PLATE AT SLAB ON GRADE EXISTING WALL OPENING BRIDGE CRANE COLUMN FOOTING O PUMP REPAIR PLATE AT TRENCH DRAIN 5 1._1._0. 6 1-,l'-(1" 7 1"=1'_o" 1"_1,_0" ! 0 "03 0 0, Y ECw -, J i O CTL\ Y1r.. -7o-a'`C m OREGON 40O v Y .1crlxrs:,.2/3, "-7 J Q .. __...__.— PRO!NAME: SHEET TIRE SHEET: 26 DE, 48 OwG Drw m :ANV 6 DATE' -- DURHAM O&M STRUCTURAL e /� B H TADT 01/14/2016 ow ANV DWG*, - mwa architect ro THIS BAR IS ONE INCH S7�' Cp��!��CC 16MNwIDHA90 ...... BUILDING CONCRETE SECTIONS DATE: S501 o WHEN DRAWING IS FULL �nYrm yW POMTUwO,0997209 aR: GDE6EFK-11315 OyT�oom;toeozi,ct�,r. o SCALE. ,/1972016 PERMIT DOCUMENTS [ _ T"�°'�". REMODEL P«.: NA E JAPED:SW sCAIE:AS NOTED — r„s01.z<J.sszz cws REVC GATE DRN APED DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 L '"'""°""-""`°""`"" PHASE 1B „p, 6687 k 1 r 1 I -/ 12"CLR. 6" j "CONC. GLAZING REF.ARCH- CURB HSS 4x4 • SLOPE— /// .Il2x6 CONT.PLATE r� BASE PL 3/8x4x0-'6" I P.Ml 0 111.--ii'* 112"8 F1554 GR.36 • THRD'D ROD @ 32"o.a 3116 3 TYP #4 @ 12"o.c.EA.WAY AT AND 8"FROM HSS&2x 3/16 V 3 CENTERLINE OF WALL. PL ENDS DRILL AND EPDXY VERT. 2x6 @ 16"o.c. BARS 6"INTO(E)CONC. (2x6 @ 12"o.c.@ SIM. SECTION A-A FOOTING STUDS CONT.TO UNDERSIDE OF ROOF AT SIM.) P.T.2x4 SILL PL w/12"0 #41 DOWELS @ 12" p w T GALV.A.B.'S AT 32"o.c. o.c.DRILL AND EPDXY =a MAX AND 8"FROM PL A q —HSS 4x4 POST 4"INTO(E)CONC. 0 13?ENDS w/T CONC.EMBED FOOTING Q>SPACE BOLTS @ 72"o.c. AT SIM- - J CONC.WALL FINISH GRADE i , \ i --------CAP PL 1/4 (E)CONC. E fi( _ STEMWALL AND \ I BASE PL 3/8x4x0'-6"w/ FOOTING N .• 6"CONC.SLAB ON a (2)#4 A706 DOWELS @ VERIFY GRADE 3"GAGE STD.90"BEND i 12"PREMOLDED JOINT - C 714 pr _ - FILLER WITH SEALANT natEptiE A l4 Y SECTION AT WINDOW INFILL _ ® HSS 4x4 POST TO CONCRETE CURB 3 N O (0 co C 01 ST !Y W a -O O U- Lo O P- <.L.ke CV CD c •Z T d2ttPCOV� 2v s L. c Q ORIG IFX17R}S:t`rf3ff y1 V ORN:ANV DATE: _ Lo PROJ NAME: SHEET TITLE: A B H T DURHAM O&M STRUCTURAL SHEET: 27 OF: 48 DwG#. DSN: _ CONCRETE SECTIONS P`°T 01/14/2076 AN Dwcx, THIS BAR IS ONE INCH �xT i mwaarchitect; ---.-"-----.E.-• BUILDING DATE. S502 o CHK: CAD FILE a:K-11315 S502.DWG WHEN DRAWING IS FULL C1eailWateI ServlCes - :- 16101/11DHN5R97209 T _ TwN��9'2� REMODEL PLC NA N Otl!eoIDIDlfm CpY 15 deer. - Te1503.243.6682 o SCALE. 1/19/2016 PERMIT DOCUMENTS503.243.6622 PPM SW SCALE:AS NOTED fax ,om REV# DATE ORN APPD DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 .--.- -.__—. PHASE 1B Cws 6687 `- PROJl: AI - 3/16\ nP. iiY/' 3/16 ' _ ::. ��-_- nP. /---- (10)No.8x1-314" n / iii l SCREWS (3)SIDES I\ / \ .....,-,---1--' 3/16 1 HSS4x4x3/8 y� N L3x3x1/4x0'-3" �Ili �' _ i (E)ROOF DECKING 1" X�1, r (10)No.8x1-3/4"SCREWS _ \ _-- PLAN OF ANGLE 3116\2 TRANSFORMER °D 3ns/z / (1,000#MAX. if x / x p x WEIGHT) • N 3/16\ TYP _ ,�IL _ ;_; I l~ r _ _' I 3116 I _ _ HSS 4x4 POST � 1 1 HSS4x4x3/8 TOP OF HSS4x4 =.�nil HSS 4x4 - � HSS4x4x3/8 - ■, ___ 1 L4x4x1/4x0'-10"EA.SIDE © I ._ I OF HSS 4x4 POST 2 �SJ.Sf 5� HSS 4x4 POST 1/2"0 A307 THRU-BOLT IN 2 iil, : I 111111111111r -_--'• N Ra'� 3/8"CAP PLTYP. 9/16"x1-1/2"VERT. L3x3x1/4x0'-4" �i - 5 2'-0" i SLOTTED HOLE.INSTALL I - • FINGER TIGHT&UPSET 3116\3 2-0" THREADS.TYP. 3/16 13 O PLAN-TRANSFORMER PLATFORM DHSS 4x4 POST DEFLECTION HEAD O HSS 4x4 CONNECTION 2 1"_1..0- i"=r-o" 1"=r-o" 1rz" CLR -, I I0 2 ROWS NO.8x1-1/2" PL 3/8x5x0'-6" 33/16/ F,, 1 G rn O SCREWS @ 16"o.c. 11e (E)PLYWOOD PL 163/8x5x0'-6"w/(2) 3" / SHEATHING OVER 2x TWO ROWS No.8x1-1/2" 318"0 HILTI KB-TZ 3/te - DECKING A.B:S w/2" i .— +:� SCREW AT 12"o.c. EFFECTIVE CONC. i NI t., - 1 - — F 1 (E)PLYWOOD EMBED @ 4"GAGE �_ 3 SHEATHING OVER 2x (E)CONC.CURB - `• >- -.-- 14 GA.CONT.BENT PL = DECKING •AND FOOTING - TRACK 5-1/2" = < 2"r-12" — x N . (E)3-1/8"x18 _._J 2x6.@ 16"o.c. ___ "1 GL BEAM (E)SLAB ON GRADE -- 14 GA.CONT.BENT G-v_ 1/2"0 F1554 GR.36 - I PL TRACK 5-112" L. 1 3/16 I 2",M THRD'D STUD @ 32"o.c. Tr-12" _ i - - AND 8"MAX.FROM HSS (E)3-118"x18 GL 2x6 @ 12"o.c. ��� AND 2x PLATE ENDS BEAM \ 1/2 I -- <. _ - - orr 2x6 PLATE HSS 4x4 I _ OTRANSFORMER FRAME SECTION AT WINDOW HEAD O SECTION AT FULL HT.WALL INFILL HEAD .� 1-1-0- (ID 1-.1,-0- 6 1"=1.-o.. 3 v m Cl) n v, M crto O • 11_gCinp� en l p - - 01723:•{JH^ @/ ' U {-i 0fr.to I.,0q'J o V 3 A�, PROJ NAME: SHEET TITLE: SHEET: 28 OF: 48 DWG A: 6 - - STRUCTURAL PLOT 01/14/2016 - DRN:ANv \\` DURHAM O&M i mwaarchitects ^.---co H TFRAMING DETAILS DATE: oSr&ANV Dw6R THIS BAR IS ONE INCH ('�p�r� �)'{ (' _ - PORTuwo,OR 9Tzo9 BUILDING c 0f} CleanWdt. �MCeS ]69DnwIOHNSONSREE S6�r 7../PHI( CAD FILE A:K-11315 S601.DWG WHEN DRAWING IS FULL 1.�Ouurlcommitment o olee,..l - °'a- TN s°'.2'acsR2 REMODEL _P`CA: NA SCALE. V19,2016 PERMIT DOCUMENTS I Fax sa3.2A3.66R O - .1.."�entztrvaurN.r,.n E CPROJ A: 6687 IAPPP.SW SCALE:AS NOTED DESCRIPTION 2550 SW Hillsboro Hwy. Hillsboro,Oregon 97123-9379 - "=T{=s.`A` PHASE �B REV A GATE ORN APPD